CN106401602A - Flotation, sinking and water pressure resistant shock absorption tunnel structure of water-rich unconsolidated stratum - Google Patents
Flotation, sinking and water pressure resistant shock absorption tunnel structure of water-rich unconsolidated stratum Download PDFInfo
- Publication number
- CN106401602A CN106401602A CN201611030061.8A CN201611030061A CN106401602A CN 106401602 A CN106401602 A CN 106401602A CN 201611030061 A CN201611030061 A CN 201611030061A CN 106401602 A CN106401602 A CN 106401602A
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- Prior art keywords
- secondary lining
- layer
- preliminary bracing
- tunnel structure
- ground floor
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/05—Lining with building materials using compressible insertions
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
Abstract
A flotation, sinking and water pressure resistant shock absorption tunnel structure of a water-rich unconsolidated stratum comprises a tunnel, wherein a preliminary support and a first-layer secondary lining are sequentially arranged on the internal surface of the tunnel from outside in; a light buffer layer is arranged between the first-layer secondary lining and the preliminary support, corresponding to an arch ring of the first-layer secondary lining; a movable filling layer is arranged between the first-layer secondary lining and the preliminary support, corresponding to a side wall and an inverted arch; foundation piles are distributed on the lower surface of the inverted arch; the upper ends of the foundation piles are fixedly connected with the inverted arch; the lower ends of the foundation piles penetrate through the preliminary support and are fixed in a stable stratum below the preliminary support; the first-layer secondary lining is internally provided with a second-layer secondary lining; and a water-proof layer is arranged between the first-layer secondary lining and the second-layer secondary lining. Headroom, a linetype and a waterproof performance in the structure can be adequately assured; the tunnel structure does not bear a huge overlying soil column load generated by consolidation settlement of the stratum; and the tunnel structure has wide applicability and is applicable to various unfavorable geological conditions such as weak foundation and large settlement at the later time.
Description
Technical field
The present invention relates to tunnel field is and in particular to rich water non-consolidating stratum anti-floating resists heavy damping tunnel structure resistant to pressure.
Background technology
In the non-consolidating stratum of rich water, surrounding formation consolidation when, tunnel structure will produce sedimentation therewith, in tunnel headroom and
Circuit line style will be severely impacted, and how maintain the relatively steady of tunnel structure in inverted arch bottom setting pile foundation in the design for this
Fixed, thus ensureing stablizing of circuit.And combined type tunnel structure two serves as a contrast, both common eigenvector closely connected with preliminary bracing, jointly it is subject to
Power, when stratum settles, and when tunnel structure bottom setting pile foundation keeps relative stability, two linings will bear earthing with just propping up
Post load and additional passive earth pressure, when buried depth is deeper, this two parts vertical load will be very huge, and structure is difficult to hold
It is subject to and produces destruction, or cost is very high, is not very reasonable in design.
Content of the invention
The present invention is directed to the deficiencies in the prior art, proposes rich water non-consolidating stratum anti-floating and resists heavy damping tunnel knot resistant to pressure
Structure, concrete technical scheme is as follows：
A kind of non-consolidating stratum anti-floating of rich water resists sinks damping tunnel structure resistant to pressure, including tunnel, on this inner surface of tunnel
Ecto-entad is disposed with preliminary bracing (2) and ground floor secondary lining (3), and it is critical only that：The secondary lining of described ground floor
Build (3) and include arch ring (3-1), abutment wall (3-2) and inverted arch (3-3), in the corresponding ground floor secondary lining of described arch ring (3-1)
(3) it is provided with lightweight cushion (1) and preliminary bracing (2) between, in described abutment wall (3-2) and inverted arch (3-3) corresponding first
It is provided with activity between layer secondary lining (3) and preliminary bracing (2) and fill up layer (5)；It is distributed with described inverted arch (3-3) lower surface
Foundation pile (6), this foundation pile (6) upper end is fixedly connected with described inverted arch (3-3), and lower end is fixed on this through described preliminary bracing (2)
In good ground below preliminary bracing (2)；It is provided with second layer secondary lining (4), in institute in described ground floor secondary lining (3)
State and be provided with waterproof layer between ground floor secondary lining (3) and second layer secondary lining (4).
The present invention is realized in：Setting lightweight cushion and activity between supporting in the early stage and ground floor secondary lining
Fill up layer, so that preliminary bracing and ground floor secondary lining is departed from, and support the in the bottom of ground floor secondary lining setting foundation pile
One layer of secondary lining；So, in not consolidating backfill stratum, preliminary bracing is with stratum consolidation settlement, preliminary bracing and foundation pile
Relatively slide, and compress lightweight cushion and do not contact ground floor secondary lining, activity simultaneously fills up layer by preliminary bracing relatively
On the space filling of ground floor secondary lining displacement, and foundation pile lower end is fixedly installed on good ground, so that ground floor two
Secondary lining cutting keeps stable；When construction stage and operational phase occur consolidation to settle with stratum, preliminary bracing mainly undertakes and applies
The primary load of work stage surrouding rock stress redistribution, because preliminary bracing is separated with foundation pile, it is to avoid preliminary bracing undertakes itself and base
The excessive load (overlying earth pillar weight and passive strata pressure) that stake consolidates and may bear, makes ground floor secondary lining only undertake it
On the lightweight cushioning layer material pressure that covered and passively additional side clamp load；The inverted arch of ground floor secondary lining and foundation pile
Integrated junction waterproof is weak link, and waterproof difficulty is larger, therefore on the inwall of ground floor secondary lining opposed flattened
Laying full-packaging waterproof layer, and second layer secondary lining is applied on full-packaging waterproof layer, can effectively strengthen the anti-water energy of tunnel structure
Power.
To better implement the present invention, may further be：Described foundation pile (6) is provided with steel pipe dado, in this steel pipe dado
For reinforced concrete structure；Described foundation pile (6) upper end is provided with pile crown (6-1) connection integrated with described inverted arch (3-3)；Institute
State preliminary bracing (2) bottom and offer hole for wearing described foundation pile (6), steel ring (7), this steel ring are provided with this in the hole wall
(7) it is fixedly connected with the steel arch-shelf (8) of laying in described preliminary bracing (2)；So, steel pipe dado makes foundation pile firmer, foundation pile
The pile crown of top setting expands the area of foundation pile connection integrated with ground floor secondary lining, makes ground floor secondary lining more stable
Be connected on foundation pile, the part that in addition contacts with foundation pile in supporting in the early stage setting steel ring, for isolating preliminary bracing and base
Stake, and have sliding material between the two, while this sliding material reduces both frictions, also protect preliminary bracing not to be subject to foundation pile
Damage；
Described lightweight cushion (1) is table tennis cushion, and this table tennis cushion is in crescent, and described table tennis adopts
PE material, thickness is 0.5～3mm, and wherein, the thickness of this table tennis cushion can be according to consolidation settlement empirical equation subsidence calculation
Value, and guarantees certain degree more than needed, is verified with monitoring result and assess during construction, such that it is able to guarantee supporting in the early stage with
Secondary lining is not contacted, it is to avoid secondary lining bears excessive load during the bulk settling of stratum；
Described lightweight cushion (1) is air pillow cushion, and this air pillow cushion is in crescent, and described air pillow adopts
PE material, so, air pillow can adjust inner inflatable amount it is ensured that closely connected and between lining cutting according to its present position；
Described preliminary bracing (2) is provided with least one of which, and setting multilamellar preliminary bracing can increase the bearing capacity of itself；
Described waterproof layer is self-adhesive waterproof layer, lays self-adhering type full bag waterproof on the inwall of ground floor secondary lining
Layer, waterproof effect is more preferable；
It is beans rock layers that layer is filled up in described activity, the inverted arch with ground floor secondary lining with stratum settlement of supporting in the early stage
When producing space, beans stone will can tumble the space filling up ground floor secondary lining bottom with waterpower.
Beneficial effects of the present invention are：Preliminary bracing and ground floor secondary lining depart from setting, make tunnel-liner stress more
Adduction is managed, and in multiple tracks safety stock, fortification measure, tunnel, headroom, line style and water resistance can be fully ensured that, and avoid
Tunnel structure bears the huge overlying earth pillar load producing due to formation consolidation sedimentation and passive earth pressure；Tunnel-liner is arranged
Foundation pile supports, and sets gradually full-packaging waterproof layer and second layer secondary lining in ground floor secondary lining, be suitable for various not
With water level and soil solidifying situation, there is good water resistance, and stress be relatively small, liner structure deterioration is more slow,
Operation maintenance is also convenient；The suitability of the present invention is wide, be applicable to have ground is weak and posterior settlement amount is big various not
Good geological conditions.
Brief description
Fig. 1 is the structural representation of the present invention；
Fig. 2 is the structural representation of ground floor secondary lining；
Fig. 3 is the tunnel sectional view of the present invention；
Fig. 4 is the sectional view of substructure of the present invention；
Fig. 5 is the schematic enlarged-scale view of preliminary bracing and foundation pile contact portion.
Specific embodiment
Below in conjunction with the accompanying drawings presently preferred embodiments of the present invention is described in detail, so that advantages and features of the invention energy
It is easier to be readily appreciated by one skilled in the art, thus protection scope of the present invention is made apparent clearly defining.
As shown in Figures 1 to 5：A kind of non-consolidating stratum anti-floating of rich water resists sinks damping tunnel structure resistant to pressure, including tunnel,
On this inner surface of tunnel, ecto-entad is disposed with preliminary bracing 2 and ground floor secondary lining 3, and preliminary bracing 2 is provided with two
Layer, ground floor secondary lining 3 includes arch ring 3-1, abutment wall 3-2 and inverted arch 3-3, in arch ring 3-1 corresponding ground floor secondary lining 3
It is provided with lightweight cushion 1 and preliminary bracing 2 between, lightweight cushion 1 thickness can calculate really according to consolidation settlement empirical equation
Determine it is ensured that there being enough degree more than needed, and verified by monitoring during construction and assess, in abutment wall 3-2 and inverted arch 3-3 corresponding first
It is provided with activity between layer secondary lining 3 and preliminary bracing 2 and fills up layer 5, it is beans rock layers that layer 5 is filled up in activity；Under inverted arch 3-3
Surface distributed has foundation pile 6, and foundation pile 6 upper end is fixedly connected with inverted arch 3-3, and lower end is fixed under preliminary bracing 2 through preliminary bracing 2
In the good ground of side；It is provided with second layer secondary lining 4, in ground floor secondary lining 3 and the second layer in ground floor secondary lining 3
It is provided with self-adhesive waterproof layer between secondary lining 4；
Foundation pile 6 is provided with steel pipe dado, is reinforced concrete structure in steel pipe dado；Foundation pile 6 upper end is provided with pile crown 6-1
And integrated with inverted arch 3-3 connect；Preliminary bracing 2 bottom offers the hole for wearing foundation pile 6, is provided with steel ring in the hole wall
7, this steel ring 7 is fixedly connected with the steel arch-shelf 8 of laying in preliminary bracing 2.
Lightweight cushion 1 is table tennis cushion, and table tennis cushion is in crescent, is PE material in table tennis cushion
Table tennis, the thickness of table tennis is 1mm, and meniscate table tennis cushion opening is relative with the opening of inverted arch 3-3, table tennis
The thickness of cushion can rule of thumb consolidation settlement empirical equation be estimated, and by monitoring checking and assessment during construction.
The present invention is made up of two-layer preliminary bracing 2 and two-layer secondary lining, and preliminary bracing 2 and secondary lining depart from and two
It is provided with cushion, foundation pile 6 and ground floor secondary lining 3 connect, and isolate with preliminary bracing 2 between person；Construction time, load was by first
Phase supporting 2 undertakes；Preliminary bracing 2 can settle with backfill layer sedimentation, and secondary liner structure is by good ground or basement rock
Foundation pile 6 support and keep relative stability, in secondary lining, headroom and circuit line style can be guaranteed；Lightweight cushion 1 can be kept away
Exempt from the percussion to secondary lining for the preliminary bracing 2, have buffer layer concurrently；Foundation pile 6 is simultaneously as uplift pile it is ensured that structural anti-buoyancy；
Waterproof layer and second layer secondary lining 4 guarantee the water resistance of secondary liner structure, in the inwall that ground floor secondary lining 3 is smooth
Laying self-adhering type full-packaging waterproof layer, makes the water proofing property of structure relatively reliable；Ground floor secondary lining 3 longitudinally (also may be used by span 4m
According to the different spans of section and load situation setting) continuous box girder design, and two-layer secondary lining weight, track can be undertaken
Weight and train load, can undertake pressure from surrounding rock simultaneously；Abutment wall 3-2 between supporting in the early stage 2 and ground floor secondary lining 3 and
Beans stone is filled at inverted arch 3-3 position, and inverted arch 3-3 is arranged to certain circular curve slope, and supporting in the early stage 2 is with stratum settlement
And when producing space with the inverted arch 3-3 of ground floor secondary lining 3, beans stone fills up inverted arch 3-3 bottom by can tumble with waterpower
Space.
Claims (7)
1. a kind of non-consolidating stratum anti-floating of rich water resists and sinks damping tunnel structure resistant to pressure, including tunnel, on this inner surface of tunnel by
Be disposed with preliminary bracing (2) and ground floor secondary lining (3) outside to inside it is characterised in that：Described ground floor secondary lining
(3) arch ring (3-1), abutment wall (3-2) and inverted arch (3-3) are included, in the corresponding ground floor secondary lining of described arch ring (3-1) (3)
It is provided with lightweight cushion (1) and preliminary bracing (2) between, in described abutment wall (3-2) and the corresponding ground floor two of inverted arch (3-3)
It is provided with activity between secondary lining cutting (3) and preliminary bracing (2) and fill up layer (5)；
Foundation pile (6) is distributed with described inverted arch (3-3) lower surface, this foundation pile (6) upper end is fixedly connected with described inverted arch (3-3),
Lower end is fixed in the good ground below this preliminary bracing (2) through described preliminary bracing (2)；
It is provided with second layer secondary lining (4), in described ground floor secondary lining (3) and in described ground floor secondary lining (3)
It is provided with waterproof layer between two layers of secondary lining (4).
2. according to claim 1 rich water non-consolidating stratum anti-floating resist sink damping tunnel structure resistant to pressure it is characterised in that：Institute
State foundation pile (6) and be provided with steel pipe dado, be reinforced concrete structure in this steel pipe dado；Described foundation pile (6) upper end is provided with stake
Head (6-1) connection integrated with described inverted arch (3-3)；
Described preliminary bracing (2) bottom offers the hole for wearing described foundation pile (6), is provided with steel ring (7) on this in the hole wall,
This steel ring (7) is fixedly connected with the steel arch-shelf (8) of laying in described preliminary bracing (2).
3. according to claim 1 rich water non-consolidating stratum anti-floating resist sink damping tunnel structure resistant to pressure it is characterised in that：Institute
Stating lightweight cushion (1) is table tennis cushion, and this table tennis cushion is in crescent, and described table tennis adopts PE material, thick
Spend for 0.5～3mm.
4. according to claim 1 rich water non-consolidating stratum anti-floating resist sink damping tunnel structure resistant to pressure it is characterised in that：Institute
Stating lightweight cushion (1) is air pillow cushion, and this air pillow cushion is in crescent, and described air pillow adopts PE material.
5. according to claim 1 rich water non-consolidating stratum anti-floating resist sink damping tunnel structure resistant to pressure it is characterised in that：Institute
State preliminary bracing (2) and be provided with least one of which.
6. according to claim 1 rich water non-consolidating stratum anti-floating resist sink damping tunnel structure resistant to pressure it is characterised in that：Institute
Stating waterproof layer is self-adhesive waterproof layer.
7. according to claim 1 rich water non-consolidating stratum anti-floating resist sink damping tunnel structure resistant to pressure it is characterised in that：Institute
It is beans rock layers that layer (5) is filled up in the activity of stating.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611030061.8A CN106401602B (en) | 2016-11-15 | 2016-11-15 | The non-consolidating stratum anti-floating of rich water is anti-to sink damping tunnel structure resistant to pressure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611030061.8A CN106401602B (en) | 2016-11-15 | 2016-11-15 | The non-consolidating stratum anti-floating of rich water is anti-to sink damping tunnel structure resistant to pressure |
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| CN106401602A true CN106401602A (en) | 2017-02-15 |
| CN106401602B CN106401602B (en) | 2019-02-15 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109026057A (en) * | 2018-07-25 | 2018-12-18 | 西南交通大学 | A kind of tunnel combined support structure suitable for drift-sand stratum |
| CN109268029A (en) * | 2018-09-27 | 2019-01-25 | 江西有色建设集团有限公司 | A kind of large span weak surrounding rock freeway tunnel and its construction method |
| CN110005444A (en) * | 2019-05-05 | 2019-07-12 | 西南交通大学 | Highly seismic region method for tunnel construction and tunnel support structure |
| CN110173276A (en) * | 2019-05-28 | 2019-08-27 | 西南交通大学 | A kind of tunnel constant limit resistance buffer structure and its construction method |
| CN110939457A (en) * | 2019-12-25 | 2020-03-31 | 兰州理工大学 | Inflatable seismic isolation and reduction tunnel lining structure and construction method |
| CN113187508A (en) * | 2021-05-28 | 2021-07-30 | 广州大学 | Double-layer lining shield tunnel suitable for crossing geological fault |
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| CN105863667A (en) * | 2016-05-06 | 2016-08-17 | 西南交通大学 | Novel bottom structure suitable for water-rich soft rock overloaded railway tunnel |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109026057A (en) * | 2018-07-25 | 2018-12-18 | 西南交通大学 | A kind of tunnel combined support structure suitable for drift-sand stratum |
| CN109268029A (en) * | 2018-09-27 | 2019-01-25 | 江西有色建设集团有限公司 | A kind of large span weak surrounding rock freeway tunnel and its construction method |
| CN110005444A (en) * | 2019-05-05 | 2019-07-12 | 西南交通大学 | Highly seismic region method for tunnel construction and tunnel support structure |
| CN110173276A (en) * | 2019-05-28 | 2019-08-27 | 西南交通大学 | A kind of tunnel constant limit resistance buffer structure and its construction method |
| CN110939457A (en) * | 2019-12-25 | 2020-03-31 | 兰州理工大学 | Inflatable seismic isolation and reduction tunnel lining structure and construction method |
| CN110939457B (en) * | 2019-12-25 | 2021-04-27 | 兰州理工大学 | Inflatable seismic isolation and reduction tunnel lining structure and construction method |
| CN113187508A (en) * | 2021-05-28 | 2021-07-30 | 广州大学 | Double-layer lining shield tunnel suitable for crossing geological fault |
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|---|---|
| CN106401602B (en) | 2019-02-15 |
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